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Re: Column Buckling

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I have another problem with column buckling. I have a building having square hollow box sections used as columns. The columns sizes are 200 X 200 with 5mm thick walls.
I am told that such a column would undergo local buckling. Can anyone tell me what could be the criteria for local buckling.
The beams are connected to the columns with the help of flange plates as wide as the column at the junction shouldnt this prevent any local buckling. As far as the web is concerned it is connected with the help of a vertical plate fixed at centre of column to the web of beam. All joints are welded.
Vijay Patil
----- Original Message -----
Sent: 17 July, 2002 6:14 AM
Subject: Column Buckling

We are designing a 100 - 24" diameter 1" Wall thick pipe as a chord. I found a reference using large deflection theray to determine the greatest deflection. As this is a transit condition, what force would be needed to hold it from buckling?
Gary Harris
----- Original Message -----
Sent: Tuesday, July 16, 2002 6:38 PM
Subject: RE: collector increases

UBC 1633.2.6, last paragraph seems to say you can use Cd=1.33 for wood with the 1.7 allowable increase.
-----Original Message-----
From: Mark Baker [mailto:shake4bake(--nospam--at)]
Sent: Tuesday, July 16, 2002 3:29 PM
To: seaint(--nospam--at)
Subject: collector increases

For a wood collector carrying load to a moment frame:
For checking combined bending + axial of collector (load combination of 1612.4, strength level forces) is it correct to use 1.7 stress increase per 1633.2.6 and 1.33 load duration factor Cd per Chapter 23 of Div. III ? And if so, why doesn't the design example  in Volume II (page 273-274) use the Cd=1.33?
For a steel strap connection, (collector to collector across a girder) or... for the connection of the collector to the moment frame, same question. Use 1.7 & 1.33 for bolt in wood capacity?